土木工程畢業設計目錄-資料下載頁

　　

【正文】 此之外，還進行了樓梯設計（梯段板設計、平臺板設計及平臺梁設計）、雨篷的設計與計算等。為進一步驗證手算結果的精確度，采用PKPM 2005行業軟件進行了電算，比較分析表明手算結果是可靠的。最后用AutoCAD進行繪圖。關鍵詞：鋼筋混凝土框架結構；圖書館建筑；建筑設計；結構設計1AbstractBuilding Name： Bo Wen LibraryLocation：Economic and Technological Development Zone of QingdaoStruture System： Number of Stories： 4 storiesTotal floor area：The building name of the design is Bo Wen is not only a reading place but a platform for a landmark of the city, The proposed building should be considered to be in accordance with the style of surrounding architecture, and also highlight its own present project is a 4storey library with the floor height and the total height fourlayer building is adopted the castinplace reinforced concrete frame structure, and the seismic fortification intensity is 7 with the antiseismic level entire graduation project divides into two parts, that is, the architectural design part and the structural design the architectural design part, the general layout is first determined according to the building function, including conformation and indoor spatial setting。then the dimension, plane style and elevation style are chosen considering the engineering materials and constructional it more specific,it includes the total plane design, architectural graphic design(the function layout and layout thinking, the room arrangement and the design of toilet, stair layout, column, etc), the facade design layout, section design(the number and the height of layers identity and stair design), building materials design(roofing approach, the floor practice)and fire prevention addition, instructions for the main design norms and dimensions, load and reinforced concrete is the structural design part, the array of structure is first determined according to architectural design, process demand, material supply and geological conditions。then a typical transverse frame is taken to be the extract of putation sketch, the external loads such as the dead load, living load on the roof(floor)and the wind load are calculated。then the internal force in the structure is obtained through the moment distribution method under verticalloading and the modified knick point method under horizontal the following, the bination of internal force is the above basis, the design of structural ponents such as beams, columns and foundations are respectively carried out, and at the same time the checking putation of the slidesway under wind load is addition, the design of the stair(ladder period of board design, smooth bedplate design and platform beam design), the canopy and other accessory ponents are also pleted..To verify the accuracy of above results, numerical tests are performed with the software PKPM 2005, and the parisons prove that the original results are , the construction documents are pleted using the software AutoCAD :Reinforced concrete frame。Multistorey librarybuilding。Architectural design。Structural 筑 設 計................1................1...........1.............2 總平面設計..............3...........3..........4..........5.............6..........7.............8 變形縫的設計.............8 建筑平面設計............9..........10.........12..............14............16............17.......17..............19 立面設計...............20............21............22 剖面設計...............25........2樓面做法..........28.........29.........31.............31.............31..............32.........32.........32.........33...............34...............35...........36 板的設計...............36 設計資料.........36 樓蓋的結構平面布置......36..............37 雙向板計算..............40 次梁計算...............47...............50 設計資料.........50 結構布置及結構計算簡圖.........52 荷載統計.........54 內力計算.........66 內力組合.........94........102 基礎設計..............114........114........115.........117........126...........134 樓梯設計..............138 設計資料........138 梯段板設計.............139.............140.............141 雨篷設計..............143 設計資料........143 雨篷板抗彎強度計算.....143 雨篷梁計算.............145 參考文獻.............150 致謝..........152 附錄 博文圖書館圖紙目錄表...........153第五篇：土木工程畢業設計土木工程畢業設計某多層辦公樓的設計一、設計資料(1)設計標高:室內設計標高177。,室內外高差450mm.(2)墻身做法:采用加氣混凝土塊,用M5 混合砂漿砌筑,內粉刷為混合砂漿 底,紙筋灰面,厚 20mm,“803”內涂料兩度。外墻采用貼面磚,1:3 水泥砂漿底厚20mm。(3)樓面作法:樓板頂面為水磨石地面,樓板底面為15mm厚白灰砂漿天花抹 面,外加V 型輕鋼龍骨吊頂。(4)屋面作法:現澆樓板上依次鋪 20mm 厚水泥砂漿找平層、300mm 厚水泥 珍珠制品隔熱找平層、20mm厚水泥砂漿找平層和SDC120 復合卷材,下 面依次為15mm厚白灰砂漿天花抹面和V 型輕鋼骨龍吊頂。(5)基本風壓:ω o =(地面粗糙度屬C 類)。(6)基本雪壓:S 0 =。(7)抗震設防烈度:八度()第二組,框架震等級為二級。地質條件 : 全套CAD 圖紙,計算書,聯系153893706 由上至下: 人工添土:厚度為1m 粉質粘土:厚度為7m,地基承載力特征值為500KPa 中風化基巖: 建筑場地類別為Ⅱ類。無地下水及不良地質現象。活荷載:,走廊樓面活荷 ,。二、結構布置及結構計算簡圖的確定 結構平面布置如圖1 所示。各梁柱截面尺寸確定如下: 主梁:取h=1/9l=1/97200=800mm,取h=800mm,取b=350mm, 次梁:取h=1 /16l=1/167200=450mm,取h=500mm,取b=250mm, 柱子:取柱截面均為bh=600600mm,現澆板厚為100mm。取③軸線為計算單元,結構計算簡圖如圖2 所示??根據地質資料,確定基礎頂面 離室外地面為500mm,。各梁柱構件的線剛度經計算 后列于圖 2 中,其中在求梁截面慣性矩時考慮到現澆樓板的作用,取 I=2I 0(I 0 為不考慮樓板翼緣作用的梁截面慣性矩)。梁柱均采用C30 混凝土。由于后面梁 的組合彎矩過大,相對受壓區高度超過了界限受壓區高度,所以改用 C40 混凝 土,因為梁柱剛度成比例增加,不會引起后面分配系數的改變。地震作用下的彈 性側移將更小,一定符合要求。 注:圖中數字為各桿件的線剛度, N*mm 框架剛度計算: : i b =2EcI。/l =210 4 350800 3 /(127200)=10 10 Nmm : i b =2EcI。/l =210 4 350800 3 /(122400)=10 10 Nmm ~五層框架柱線剛度: ic=EcI。/l =10 4 600600 3 /(123600)=10 10 Nmm : ic=EcI。/l =10 4 600600 3 /(124700)=10 10 Nmm 在計算內力時, 倍。即:首層框架柱線剛度:ic=10 10 = 10 10 Nmm 二~五層框架柱線剛度:ic=10 10 = 10 10 Nmm三、荷載計算 (1)屋面框架梁線荷載標準值: SDC120 復合卷材 25= KN/m 梁側粉刷2()17=: g 5AB1 =g 5CD1 =+= KN/m g 5BC1 == KN/m g 5BC2 ==(2)樓面框架梁線荷載標準值: 水磨石地面 KN/m 2 100mm厚現澆混凝土樓板 KN/m 2 15mm厚白灰砂漿天花抹面 KN/m 2 V 型輕鋼龍骨吊頂 KN/m 2 樓面恒載 KN/m 2 邊跨填充墻自重: ()7=:()217=: g AB1 =g CD1 =++== KN/m g BC2 == KN/m(3)屋面框架節點集中荷載標準值: 邊柱連系梁自重: 25= 粉刷: 2()17= 次梁自重: 25= KN 粉刷: 2()17= : 7= KN 粉刷: 217= KN 連系梁傳來屋面自重: A、D 點相同:(+)= KN 頂層邊節點集中荷載: G 5A =G 5D = 中柱連系梁自重: 25= 粉刷: 2()17= KN 次梁自重: 25= 粉刷: 2()17= KN 連系梁傳來屋面自重: B、C 點相同:[+++] 2 ?? KN 頂層中間節點集中荷載: G 5B =G 5C =(4)樓面框架節點集中荷載標準值: 邊柱連系梁自重: 25= 粉刷: 2()17= KN 次梁自重: 25= 粉刷: 2()17= KN 鋼窗自重: 2= 窗下墻體自重: 7= 粉刷: 217= KN 窗邊墻體自重: (2)7= KN 粉刷: 2(2)17= KN 框架柱自重: 25= KN 粉刷: 17= KN 連系梁傳來樓面自重: A、D 點相同:(+)= KN 中間層邊節點集中荷載: G A =G D = 中柱連系梁自重: KN 粉刷: KN 次梁自重: KN 粉刷: KN 內縱墻自重: ()7= 粉刷: ()217= 扣除門洞重加上門重:(7+172)= 框架柱自重: 粉刷: 連系梁傳來樓面自重: B、C 點相同: [+++] 2= KN 中間層中節點集中荷載: G B =G C =(5)恒載作用下的結構計算簡圖如圖3 所示, 其中:G 5A = G 5D = G 5B = G 5C = KN G A = G D = KN G B = G C = KN g 5AB1 = g 5BC1 = g 5CD1 = KN/m g 5AB2 = g 5CD2 = KN/m g 5BC2 =、樓面活荷載計 屋、樓面活荷載作用下的結構計算簡圖如圖4 所示。圖中各荷載值計算如下 P 5AB = P 5CD == KN/m P 5BC ==(+)= P 5B = P 5C = [+++ ]= KN P AB =P CD == KN/m 走廊:P BC ==(+)= P B = P C = 〔+〕+〔+〕= 風壓標準值計算公式為: ω=β z μ s μ z ω o 因結構高度H=四、內力計算 ]=“” 雪C=“[+++” 雪B=“P” =“” 雪D=“(+)” 雪A=“P” 雪BC=“=” 雪CD=“=” 雪AB=“P” (分布同屋面活荷載)位移,肯定能夠滿足。由于風荷載遠小于水平地震作用,故不必驗算風荷載作用下框架的彈性水平滿足要求。550 887 =“1” 10 H U=“1” 頂點位移驗算: 滿足要求。450 787 二層: 524 層間位移驗算:底層:3 +10 +10 +10 +10 K F EK=“” 地震作用下的水平位移的彈性驗算: F5 F3 F4 F2 F1 11 : 同理: =“”  j E=“(+3+)” 1G 1Geq=“” FEK=“α” max=“” α